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1011 KNOWLES AVE; ; CB090759; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-09-2011 Residential Permit Permit No: CB090759 Building Inspection Request Line (760) 602-2725 Job Address: 1011 KNOWLES AV CBAD Permit Type: RESDNTL Sub Type: SFD2U Status: ISSUED Parcel No: 1552713400 Lot #: 0 Applied: 05/07/2009 Valuation: $141235.00 Construction Type: VN Entered By: RMA Occupancy Group: Reference #: . Plan Approved: .11/20/2009 # Dwelling Units: 1 Structure Type: MF24 Issued: 11/20/2009 Bedrooms: 2 Bathrooms: 3 Inspect Area: PD Project Title: JOHNSTON RES-DEMO EXIST 320 SF Orig PC#: GARAGE- NEW 1152 SF HOUSE TO BE MAIN DWELLING & Plan Check# NEW 663 SF GARAGE, ORIG HOME TO BECOME 2ND DWELLING UNIT AFTER CONVERTING 110 SF OF HOME TO STORAGE LEAVING 626 SF 2DU NEW HOME GIVEN ADDRESS OF 1013 KNOWLES SDU STAYS AS 1011 Applicant: . Owner: JOHNSTON RICHARD B JR JOHNSTON RICHARD B JR 15106 EASTVALE RD 15106 EASTVALE RD POWAY CA 92064 POWAY CA 92064 Building Permit $798.81 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $519.23 . Meter Fee . $403.00 Add'I Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $14.12 PFF (3105540) $2,138.57 Park in Lieu Fee $0.00 . PFF (4305540) $1,974.07 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee , $0.00 Traffic Impact Fee (3105541) . $747.30 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $842.70 BTD #2 Fee . $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $168.00 Renewal Fee $0.00 ELECTRICAL TOTAL $60.00 Add'I Renewal Fee . $0.00 MECHANICAL TOTAL $61.50 Other Building Fee $0.00 Housing Impact Fee $2,925.00 HMP Fee . $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Dl Master Drainage Fee $1,422.90 Add'I Pot. Water Con. Fee $0.00 Sewer Fee $1,096.00 Red. Water Con. Fee $0.00 Additional Fees ($331.00) Green Bldg Stands (SB 1473) Fee $4.00 Fire Sprinkler Fees ?? TOTAL PERMIT FEES $12,844.20 Total Fees: $12,844.20 Total Payments To Date: $12,844.20 Balance Due: $0.00 rk .t 'tlty of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application Plan Check No. Est. Value Plan Ck. Deposit Date qr, /,. JOB ADDRESS /O// g0/s TSUITE#/SPACE#,UNIT# APN CT/PROJECT 0 LOT 0 PHASE A A OF UNITS 0 BEDROOMS 118 THROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP I DESCRIPTION OF WORK: include Square Feet of Affected Area(s) &477e f,/ — lf;2 /1J iM.k4iJ4 &tIii /41kO 3O J1 —f4Ic ,)LL) 4494tj £bMt 7 'f/! t f,0/fr2 L EXISNG USE Q / / J a I FIRE SPRINKLERS FA / YES NO 0 J YES 0 NO YES 0 NO 0 CONTACT NAME (if Different Fom Applicant) . APPLICANT NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL PROPERTY OWNER NAME A 4.'ea__J'i'-'J7&','-J CONTRACTOR BUS. NAME ADDRESS ADDRESS /O27_//s4__c,i__2ao CITY STATE C,qa,/14' ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL ARCH DESIGNER NAME & ADDRESS STATE LIC. A STATE LIC.# CLASS CITY BUS. LIC.# %A7cc,xf1'r-A )/4'it) c lego uP Dec. iUSI. Business and Professions Code: Any City or County which requiret a permit an consrruce, alter improve, demolish or repair any ttrucrure prior to its issuance. alto requires the applicant for such permit to file a signed statement that he is licensed ,pursoane to the provisions of the Contractor's license law ((htpter .9. commending with Section 1000 of Division 3 of the Business and Pro(essione Code) or that he is exempt there 1mm. and the basis for the alleged exemption. Any violation of Section 1031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). GO1D®I1 Workers' Compensation Declaration: thereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 370001 the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 370001 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy NO. Expiration Dale This section need not be completed if the permit is for one hundred dollars ($100) or less. "'Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of .California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (8,100,000), in addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE . DATE øwocc UØ1J thereby affirm that lam exempt from Contractor's License Law for the following reason: as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner 01 property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate, if, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______________Business and Professions Code for this reason: I p ally plan to provide the major labor and materials for construction 01 the proposed property improvement. 0 Yes 0 No 1& ! ave not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone I contractors' license number): 7I d' /e,t -mv t plan to provide portions 01 the work, but I have hired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): I will provide some e work,,b I have ontracted hired) the following persons to provide the work indicated (include name! address! phone! type of work): •"' I 57 -24O9 ,PROPERTY OWNER SIGNATURE DATE soio VC000 quelumb-000 aoco owoo@I A3000va ®1ZJ7 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533'or 25534 of the Presley-Tanner Hazardous Substance Account Ad? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility lobe constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. caI C6 dmdU@ 08\7 I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address ~w6smacgv 0301OW0113aV000 I certifythat I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize represenlative'ol the City of Carlsbad to enter upon the above mentioned properly for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions 01 this Code shall expire by limitation and become null and void it the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such pennfl is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATURE DATE 7- a Inspection List Permit#: CB090759 Type: RESDNTL SFD2U JOHNSTON RES-DEMO EXIST 320 SF GARAGE- NEW 1152 SF HOUSE TO BE M Date Inspection Item Inspector Act Comments 06/29/2011 89 Final Combo PD AP NEEDS ENGINEERING 06/28/2011 89 Final Combo PY CA 06/10/2011 152 Final Bldg Inspection - Fire GR AP 06/02/2011 23 Gas/Test/Repairs PD AP REL METER @ 1013 03/10/2011 89 Final Combo PD NS 09/02/2010 17 Interior Lath/Drywall PD AP 09/02/2010 18 Exterior Lath/Drywall PD WC 09/02/2010 23 Gas/Test/Repairs PD AP 07/08/2010 16 Insulation PD AP 06/30/2010 84 Rough Combo PD AP 03/31/201083 Roof Sheathing/Ext Shear PD AP 02/18/2010 11 Ftg/Foundation/Piers. PD AP 02/17/2010 21 Underground/Under Floor PD AP 02/17/2010 22 Sewer/Water Service PD AP 02/17/2010 24 Rough/Topout PD WC Thursday, July 28, 2011 Page 1 of 1 I CE City of Carlsbad / f:'::'2.1 Final Building Inspection LUN 27201; Dept: Building Planning CMWD St Lite Fire L Plan Check #: Date: 06/28/2011 Permit #: CB090759 Permit Type: RESDNTL Project Name: JOHNSTON RES-DEMO EXIST 320 SF Sub Type: SFD2U GARAGE- NEW 1152 SF HOUSE TO BE MAIN DWELLIN Address: 1011 KNOWLESAV Lot: 0 Contact Person: RICHARD Phone: 7607200874 Sewer Dist: CA Water Dist: CA Inspected Date By: .---i Inspected: 7-i / / Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: .j € ,4 i'-,s 4 CL LA rc.*t-S 5ti'L9 f S - . LS S LA-' LC P1 S c— e7t5L r,e'- Li' City of Carlsbad Final Building Inspection Dept: ilding Engineering Planning CMWD St Lite Plan Check Fire Date: 06/28/2011 Permit #: CB090759 Permit Type: RESDNTL Project Name: JOHNSTON RES-DEMO EXIST 320 SF Sub Type: SFD2U GARAGE- NEW 1152 SF HOUSE TO BE MAIN DWELLIN Address: 1011 KNOWLES AV Lot: 0 Contact Person: RICHARD Phone: 7607200874 Sewer Dist: CA Water Dist: CA Inspected Date. By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: _______ Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: EsGil Corporation In Partnership with Government for (Bui&ling Safety DATE: November 09, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 09-759 PROJECT ADDRESS: 1011 Knowles Avenue SET: III LI APPLICANT LI JURIS. LI PLAN REVIEWER LI FILE PROJECT NAME: Johnston 2nd Unit and Detached Garage The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff.. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ....... . The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. .. . .. El The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed El Esgil Corporation staff did advise the applicant that the plan check has been, completed. 0 Person contacted: Phone #: . . Date contacted: (by: ) Fax #: . Mail Telephone Fax In Person REMARKS: Detached Garage has beenenlarged from 441 sq ft to 663 sq ft. Mike Peterson will verify storage at existing dwelling. Applicant Hand Carried Plans to.the City By: Ray Fuller Enclosures: LOG Esgil Corporation LI GA LI MB 0 EJ LI PC (P) 11/09/09 rnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858.)560-1468 • Fax(858)560-1576 EsGil Corporation In (Partnership with çovernmentfortBui/iIing Safety DATE: September 16,2009 ANT U JURIS 5 JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 09-759 SET: II PROJECT ADDRESS: 1011 Knowles Avenue PROJECT NAME: Johnston 2nd Unit and Detached Garage The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Richard Johnston 1027 Knowles Avenue Carlsbad, CA 92008 Lii Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: )Richard Johnston Phone #: 760 720 0874, 858-513-7567, please call Date contacted:?ff&f'0(y:46) Fax #: e ~' MaiVTeIephone V4ax in Person c.64' ky\ I REMARKS: Detached Garage has been enlarged fronY441 sq ft to 663 sq ft. By: Ray Fuller Enclosures: Esgil Corporation LI GA LII MB LI EJ 171 PC 09/09/09 rnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 09-759 September 16,2009 RECHECK CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 09-759 PROJECT ADDRESS: 1011 Knowles Avenue SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 09/09/09 September 16,2009 REVIEWED BY: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. X To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? IYes LJNo Carlsbad 09-759 September 16,2009 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Avenue, Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 4. Window area must be at least 8% of the floor area per CBC Section 1205.2. Openable window area in habitable rooms must be 4% of the floor area. CBC Section 1203.1. It is unclear how windows 14 and 16 open. It appears that these are SH's from elevation and if this is correct then these do not comply with egress as only provide 19" clear vertical space (minimum 24" required) If all the windows are XO's then window schedule on Al to note this otherwise under type of windows note how they open and verify bedroom window(s)0 meet egress as well as required light and ventilation. 8. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (If required by the soil report). Please provide soil review letter as required by page 10. The foundation plan does not comply with the soils report recommendations for this project. Please review the report and modify design, notes and details as required to show compliance: Please revise the slab and foundation notes /details to reflect requirements of the soils report. For example referencing detail 151S2 which does not conform with soils report i.e. width, depth , 4 #4's (2 T &B), minimum 15 mil visqueen, lapped down into footings 12", minimum 4000 psi concrete with W/C of .45 where moisture sensitive floors occur (no special inspection required), minimum 5 1/2 thickness for slab at garage, #3's at 18" oc etc. The (plans and details to reflect requirements as building inspector may not have access to soils report, nor have time to sort thru requirements. Plans will not be sent back to the City until this is resolved and letter from soils engineer stating plans Recheck elevations to verify that they match floor plan. For example in compliance is provided. Carlsbad 09-759 September 16,2009 10. Anchor bolts shall be provided with square washers in accordance with CBC Section 2305.3.11. Show 3" square x 0.229" plates on the plans. Response was see detail 151S2. Detail 15 is reflecting both 3x 3 x114 and 2x2x3116. Again remove all conflicting information from these plans. All braced wall lines must detailed and extend to roof sheathing. See gable ends of qaraqe to included Strona walls with conventional 4 ft of shear above. foundation plans and framing plan and must be capable of minimum of 1800 It's uplift. The foundation plan is required to reflect the location of the hold downs. In Seismic Design Category D braced wall panels (conventional construction) shall comply with CBC Table 2308.12.4. The SDS for this location is 0.75 which requires a minimum of 8' of plywood braced walls per every 25 ft of wall. The soils report has identified the SDS as .866 which would required 18 ft of wood braced wall oanels in the 48 ft direction of proposed SFD. Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. The FAU cannot generally be placed in laundry room (unless noted to be direct vented) as room not large enough for combustion air and the exhausting of air for dryer vent can create a adverse effect on water heater flue (back drafting). It appears per truss calculations that is was designed to be in the attic. The plans to reflect location of attic access and cannot be in bedroom/bathroom with FAU in ceiling unless Listed gasketed self closing and latching door assembly is provided. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub panels. The plans are reflecting the electrical service to be a shear wall location. Note on plans if this is flush or surface mounted. If flush mounted then the large opening will directly affect the braced wall panel and would need to addressed. 17. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. CEC Article 210.52(D). See the lavatory at the right. Show on the plans a wall receptacle adjacent to each lavatory sink in the bathroom which is GFCI protected. NEC Art. 210-52(d). Bedroom I requires 2 GFCl's or move to center of sinks as shown at master bedroom. 23. The following corrections have arisen due to enlarging garage from 441 sq ft to 663 sq ft. and a memo from the City of Carlsbad. Specify use of both rooms i.e. storage. Provide a floor plan reflecting the existing 716 sq ft and proposed floor plan for proposed 626 sq ft and 90 sq ft storage. Provide construction details, use of existing and proposed rooms and verify proposed floor plan does not adversely affect required light, ventilation and egress . Plans to reflect required insulation separating storage portion from habitable portion of the building. carlsbad 09-759 September 16,2009 The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. ' (0 ESGil Corporation In Partnership with government for 'B ui&uing Safety DATE: May 13, 2009 JURISDICTION: Carlsbad PLAN CHECK NO.: 09-759 PROJECT ADDRESS: 1011 Knowles Avenue SET:I 0 PPLICANT JURIS. o PLAN REVIEWER O FILE PROJECT NAME: Johnston 2nd Unit and Detached Garage El The plans transmitted herewith have been corrected where necessary and substantially, comply with the jurisdiction's building codes. LIII The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Richard Johnston 1027 Knowles Avenue Carlsbad, CA 92008 EJ Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Richard Johnston (L it.- Telephone #: 760 720 0874 Date contacted: 5i9lo(by: (L.. ) Fax #: Mail C—telephone_.,. Fax In Person LI REMARKS: By: Bryan Zuppiger Enclosures: Esgil Corporation El GA El MB [:1 EJ El PC 05/11/2009 rnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 / Carlsbad 09-759 May 13, 2009 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 09-759 JURISDICTION: Carlsbad PROJECT ADDRESS: 1011 Knowles Avenue FLOOR AREA: See Below STORIES: 1 2nd Dwelling unit 1152 ft2 detached garage 440 ft2 HEIGHT: varies DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: May 13, 2009 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 05/11/2009 PLAN REVIEWER: Bryan Zuppiger This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections -based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 09-759 May 13, 2009 . PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Avenue, Carlsbad, CA 92008, and (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, and (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not-be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Please revise the section numbers and notes on the plans to match the 2006 IBC, as adopted by California. Type VN is no longer recognized. 3. On the Cover Sheet of the plans, specify any items that will have a deferred submittal (trusses, etc.). Additionally, provide the following note on the plans, per CBC Section Al 06.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 4. Please label all rooms on the plans. What is the purpose of the room between bedroom #1 and the closet? Window area must be at least 8% of the floor area per CBC Section 1205.2. Openable window area in habitable rooms must be 4% of the floor area. CBC Section 1203.1. 5. Glazing in the following locations should be of safety glazing material in accordance with CBC Section 2406.3 (see exceptions): • Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. Doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and • showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. • Fixed or operable panelsdjacent to a doOr where the nearest exposed edge of the • glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad 09-759 May 13, 2009 6. Garage floors shall be sloped to drain to the main vehicle entry door or an approved drainage system. CBC Section 406.1.3. 7. Please assign the structural details to the foundation and framing plans. 8. A foundation/soils investigation is required for all projects in Seiic.....sign Qategories'c, D E or F CBC Section 1802.2. This project is in design category D Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings. Soils report must include a determination of lateral pressures on retaining walls due to earthquake motions and this must be included in retaining wall design. The soil report should justify active and passive pressures and allowable soil bearing values used in calculations for retaining wall. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (If required by the soil report). Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. CBC Section 106.1.1. e). If the soils engineer recommends that he/she review the foundation excavations, note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: I) The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 9. Show foundation bolt size and spacing. Foundation bolt size and spacing for braced walls must be clearly shown on the foundation plan. 10. Anchor bolts shall be provided with square washers in accordance with CBC Section 2305.3.11. Show 3" square x 0.229" plates on. the plans. 11. Concrete slabs shall have a 6-mil vapor retarder placed between the base course and the slab. CBC Section 1910.1. 12. The plans as shown do not meet conventional framing parameters for lateral. Some examples of areas that were noticed are: All braced wall lines must detailed and extend to roof sheathing. See interior walls. Any required braced wall panel less than 4 ft will require hold downs to be shown on both foundation plans and framing plan and must be capable of minimum of 1800#'s uplift. See rear wall. In Seismic Design Category D braced wall panels (conventional construction) shall comply with CBC Table 2308.12.4. The SDS for this location is 0.75 which requires a minimum of 8' of plywood braced walls per every 25 ft of wall. See rear wall. Carlsbad 09-759 May 13, 2009 13. Specify nail size and spacing for all braced panels and roof diaphragms on the plans. Indicate required blocking on the plans. Maintain maximum diaphragm dimension ratios. Specify plywood and/or particle board thickness, grade and panel span rating. UBC Table 23-11-E-1. 14. Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. 15. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 16. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: A 20 ampere circuit dedicated to each bathroom, or At least one 20 ampere circuit supplying only bathroom receptacle outlets. 17. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. CEC Article 210.52(D). See the lavatory at the right. 18. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." CEC Article 210.12(B). 19. Provide GFCI protection to all 125-volt, single-phase, 15- and 20- ampere receptacles installed in bathrooms, garages, laundries, outdoors, kitchen counters, and at wet bar sinks. CEC Article 210.8. 20. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): Peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces.) 21. Provide plans, calculations or worksheets to show compliance with current energy standards. 22. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately. Note: Approximately 3/4 of the fixtures will be required to be of the high efficacy variety. In bathrooms, garages, laundry rooms, and utility rooms all fixtures must behigh efficacy style or be controlled by a manually-on occupancy sensor. All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. - Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. • Carlsbad 09-759 May 13, 2009 The person responsible for their preparation must sign all final sheets of plans. (California Business and Professions Code). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bryan Zuppiger at Esgil Corporation. Thank you. Jurisdiction Code ICb IBY Ordinance Bldg. Permit Fee by Ordinance V v Plan Check Fee by Ordinance Type of Review: El Complete Review El Repetitive Fee LI Other Repeats El Hourly EsGil Fee El Structural Only Hr. @ * I $97.59] Carlsbad 09-759 May 13, 2009 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 09-759 PREPARED BY: Bryan Zuppiger DATE: May 13, 2009 BUILDING ADDRESS: 1011 Knowles Avenue BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) 2nd Unit 1152 101.99 117,492 detache1 garage 440 26.61 11,708 Air Conditioning Fire Sprinklers TOTAL VALUE 129,201 Comments: This plancheck is similar to 09-756. macvalue.doc Ci of Carlsbad' Public Works - Engineering BUILDING PLANCHECK CHECKLIST DATE: Q/?/'7- PLANCHECK NO./(PCO97~9 BUILDINGAóDRSS: ,/,// /-cz'v'& ,4-: PROJECT DESCRIPTION: \SSESSOR'S PARCEL NUMBER: 3V EST. VALUE: 5' 3f9 /1 ENGINEERING DEPARTMENT /''/I-12 / APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. LI A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Ple JL 7's ase see ft ched list of outstanding issues marked wi 0. Ma e necessary corrections to plans or speci for compliance with applicable codes and tan o deards. Submit correctedplans and/or specification the Building Dept. for resubmittal to the Engineerin9,Bept. Only the applicable sheets 1 "Date: /z% By: Date: *O By: Date: Date: FOR OFFICIAL USE ONLY NERING AUTHORIZATION TO ISSUE BUILDING PERMIT../ By: Date: / ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON LI Engineering Application Name: KATHLEEN M. EAgMERLLL1N LI Dedication Checklist City of Carlsbad E] Improvement Checklist Address: 1635 Faraday Avenue, Carlsbad, CA 92008 LI Neighborhood Improvement Agreement Phone: (760) 602-2741 U Grading Submittal Checklist NOTE: If there are retaining walls LI Right-of-Way Permit Application and Info associated with your project, please check - Sheet with the Building Department if these walls IiII torm Water Applicability Checklist/Storm need to be pulled by separate RETAINING 1' Water Compliance Exemption Form WALL PERMIT. PA 163Z Faraday Avenue • Carlsbad, CA 92008-'7314 •(760) 602-2720 • FAX (760) 602-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN 1ST D 3 RD El 1. Provide a fully dimensioned site plan drawn to scale. Show: / ~Norlth Arrow .-5Right-of-Way Width & Adj Streets ç (Existing & Proposed Structures 7j Driveway widths 1-C) Existing Street Improvement Existing or proposed sewer lateral >'fT Property Lines (show all dimensionstxisting or proposed water service ãements - J. Existing or proposed irrigation service K. Submit on signed approved plans DWG No. / ) 2. Show on site plan: age Patterns - uilding pad surface drainage must maintain a minimum slope of one ent towards an adjoining street or an approved drainage course.. THE FOLLOWING NOTE: "Finish grade will provide a minimum - positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography ,/~ C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Dj Sewer and water laterals should not be located within proposed driveways, per 3. Include on title sheet: —Ae address sor's Parcel Number A egal Description/Lot Number I A ii' iN1-c' For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. 2 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE ND 3RD - /D LI 4a. Project does not comply with the following Engineering Conditions of approval for Project No.___________________________________________________ LI LI LI 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS LI LI 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new hA () 7 buildings and for remodels with a value at or exceeding $_17,000 , pursuant to ( Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows:_________________________________________ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS LI El. 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the J1 7) construction exceeds $_82,000 , pursuant to Carlsbad Municipal Code 1 1) Section 18.40.040. Public improvements required as follows: ft/ 3 BUILDING PLANCHECK CHECKLIST 1ST 2N0 3RD - El El El 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441.00 so' we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 101 El 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: El 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 of the Municipal Code. El 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export and remedial). This information must be included on the plans. ;Q.ttI (o - CL El El El 7b Grading Permit required. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. El El El 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector per the attached list. The Inspector will then provide the Engineering Counter with a release for the Building Permit. U U El 7d. No Grading Permit required. 4 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: DATE: PROJECT ID: GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE "= COMPLETE 0= Incomplete or unacceptable 1st 2' Site access to requested lots adequate and logically grouped. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8 1/2 x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot(s) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all weather road access to site are required. 0 Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. 0 Partial release of the site is denied for the following'reasons: Project Inspector Date Construction Manager Date BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 1ST 2ND 3RD LI LI LI 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: LI LI LI 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey. Fax or mail to Encina Wastewater Authority, 6200 Avenida Encinas, Carlsbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. / STORM WATER COMPLIANCE ~V'J o7 I D L2" LI 10a. 0 Requires Project Storm Water Permit: (Jrier I/Tier II (Requires SWPPPJ!easecompjete attached forms TT Exempt - Please complete attached exemption form / STORM WATER APPLICABILITY CHECKLIST LI zI LI lOb. 0 Priority Project D Not required d2 El 1:1 11. Required fees are ES attached -16 Lq S4 rainage Fee Applicable - Added Square Fee Added Square Footage in last two years? yes - no Permit No Permit No. Project Built after 1980 - yes - no Impervious surface > 50% yes no Impact unconstructed fac. - yes - no 0 Fire Sprinklers required - yes .. no (is addition over 150' from CL) Upgrade _yes no 0 No fees required 5 4cthi 0 'E!' lco- Po -ç7 LMC)M.p 4 40 a do ta4vvdd / /'Th1N ly PO la+ wo7 I 444 12, fTTh aM i a o a. CL pA- e5 - o . BUILDING PLANCHECK CHECKLIST WATER METER REVIEW 1ST 2ND 3RD U U U 12a. Domestic (potable) Use Ensure that the meter proposed .by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions.. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. U U U 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (wl a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the Planning Dept. Landscape Consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you. for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD 9 9 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. lf.within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. we i-' (.002 7/I N u L17 N' 1TLE1) 1ctA61 S1Z Z3 7T4>tjO b91 7 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Address: ( "/ Bldg. Permit No. Prepa £3L) 9 Date 2(244 Checked by: Date: EDU LCULATION ist types and suare footages for all uses. Type" Use: Sq . Ft./Units: EDU's: Types of Use: Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: ' Sq. Ft/Units: AOl's: Types of Use: Sq. Ft/Units: ADTs: FEESREQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1 reduced Traffic Impact Fee)D NO i. PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: X NO. UNITS: Reso No. Line Item: 2. TRAFFIC IMPACT FEE 22 9' ADT's/UNITS: X FEE/ADT: $____________ 3. BRIDGE AND THOROUGHFARE FEE; (DIST. #1 - DST. #2 - DIST. #3 ADTs/UNITS: X FEE/AOl:________ I ..i .'. 4. FACILITIES MANAGEMENT FEE ZONE:________ UNIT/SQ.FT.: X FEE/SQ.FT.iUNI: =$__________ 5. SEWER FEE . c(l •---- . EDU's: 0 k) L& X . FEE/EDU: $_/ 09 BENEFIT AREA: EDU's: X FEE/EDU:______ O 6. DRAINAGE FEES PLDA__~4 : HIGH MEDIUM LOW 1. AcRs:: AC: -?f 7. POTABLE WATER FEES UNITS CODE CONNECTION' FEE METER FEE SDCWA FEE IRRIGATION TOTAL OF ABOVE FEES*: $___________________ Word0oc5MIeformsFee Calculation Work5heot Rev 7/14/00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB090759 Address 1011 KNOWLESAV Planner GINA RUIZ Phone(760)602-4675 APN: 155-271-34-00 Type of Project & Use: SFR/SDU/GARAGE Net Project Density: DU/AC J ¶L. Zoning: R-1 General Plan: RLM Facilities Management Zone: 1 CFD #_Date Remaining dev (in/out) of participation: net acres:_____ M. . (For non-residential development: Type of land used created by this permit: - Circle One, U Q) . 0 W .c 0 W . . . . Legend: Z Item Complete Item Incomplete - Needs your action Environmental Review Required("' El El equired / YES El NO E TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: El LII Discretionary Action Required: YES El NO E TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: El El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO CA Coastal Commission Authority? YES El NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Dieo, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): El [I] Habitat Management Plan Data Entry Completed? YES El NO If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Os, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) El El Inclusionary Housing Fee required: YES Z NO El Impact fee of: $2,925 (Effective date of inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES Z NO El (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:ADMlN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Plan: LI SEE ADDITIONAL COMMENTS BELOW Policy 44— Neighborhood Architectural Design Guidelines LI LI Applicability: YES LI NO LI LI Project complies: YES LI NOR Zoning: LI LI Setbacks: Front: Required Shown Interior Side: Required 6.9 Shown 6.10' Street Side: Required N/A Shown N/A Rear: Required i1 Shown 13.8' plancheck #2: 14' Top of slope: Required N/A Shown N/A LI LI Accessory structure setbacks: Front: Required Shown _____ Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown _____ Structure separation: Required 10L Shown 11.6'& 16' 0z LI Lot Required LESS THAN 40% Shown .Coverage: D Z LI Height: Required 14' MAX w/ 3:12 pitch. 10' MAX with less than 3:12 pitch Shown garage 13' with 3:12 house 14' with 4:12 LI 5. Parking: Garage Required 201X20' free and clear measured from interior walls Shown 9.5'& 9.5' SEPARATED BY A WALL plancheck #2: 20'x20' (breakdown by uses for commercial and industrial projects-required) Residential Guest Spaces Required Shown 9 LI Additional Comments #1. Revise calculations in project data #2. Add to scope of work the changes that are being made to the second dwelling unit #3. Change all references to the 626 sf. structure to say "second- dwelling unit" #4. Make all corrections on plan in ink or computer generated #5. Add total lot coverage and remove floor area ratio #6. Garage is required to be 20'x20', free and clear, measured from the interior walls, please revise all references to the garage in the plans #7. Show the roof pitch for both the garage and the proposed house #8. Please sign and return the "affidavit of compliance" for the second dwelling unit OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE bd ' &1- itjl'i r H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 ENGINEERING DESIGN GROUP GEOTECHNICAL CT/IL SIRUCTUGAL& ARCHITECTURAL CONSULT/JETS FOR RESIDENTIAL U COMMERCIAL CONSTRUCTION ,2121 Montiel Road, San-Marcos, California 92069" (760) 839-7302• Fax: (760) 4807477 • www.designgroupca.com Date: October 13, 2009 To: Rick Johnston 1027 KnowlésAvenue Carlsbad, CA 92008 Re: Residential properties located at 1027 and 1011 Knowles Avenue, in the city of Carlsbad, California. Subject: Plan Review Letter Ref: 1. "Limited Geotechnical Investigation and Evaluation, New Résidehtial Properties to be Located at 1027 and 1011 Knowles Avenue Carlsbad California 92008" prepared by Engineering Design Group, dated July 6, 2009. 2. Foundation Plans and Details, sheets A2, S2 and S3, PREPARED BY Tim Kohl, dated April 24, 2009. We have prepared this letter as part of ourgeotechnical review of the project architectural and structural sheets referenced above We find the plans are in general conformance with the above referenced soils report. If you have any questions regarding this addendum please do not hesitate to contact our office. Sincerely, EN9INEERING DESIGN GROUP Erin E.Rist California Civil Engineer, RCE # 65122 Nj..OFESSiQ E. No. 65122 \ ITT wl Exp. 9/30/204/ 7cT 27 - /O//- J/ C/ 25 TURPIN CONSULTING JTURPINBUSINESS@YAHOQ.COM August 25, 2009 Mr. Richard Johnston 1027 Knowles Avenue Carlsbad, CA 92008 Re: Limited Drainage Analysis for Proposed Single Family Dwellings 1011 & 1027 Knowles Avenue, Carlsbad, California. Dear Mr. Johnston: Per your request I have prepared this limited drainage analysis to address the potential impacts your proposed project may have on the existing drainage at the referenced site. Given the limited information available, such as site elevations and grades, several assumptions were made with reference to elevations and ground slope, and final site development to complete the analysis. My analysis was based on the site plan provided by your. designer, Tim Kohl, of A Associated Design Group of San Diego. This plan shows the existing structures and proposed structure locations including two detached garages and two single family homes and includes to concrete driveways. The area between the driveways will be landscaped and act as a small site retention basin. It should be noted that this is an existing condition in that the site drains toward the middle of both property's and forms a small shallow pond (puddle) during heavy rain events. Assumptions were also made on any final landscaping and additional hardscape including any sidewalks or walkways. Any changes to the site plan that do not consider these assumptions may affect the results of this analysis. The analysis was completed using the methods outlined in the San Diego County Hydrology Manual (June 2003) with soil type taken from the USDA Soil Conservation Service Soil Group Maps. Only the 100-year storm event was considered. The results of this analysis are summarized in the table below: Condition Drainage Area # 100-Yr Discharge (cfs) Existing . 1 0.47 Existing 2 0.09 Proposed 1 .1.15 Proposed 2 0.22 TURPIN CONSUL, TING JTURPINBUSINESS@YAHOO.COM Drainage Area 1 includes the majority of the site and directs runoff to the middle of the proposed driveways. As previously mentioned, this area between the driveways will retain the runoff during heavy rain events and will infiltrate into the ground as it currently does. The soil type is Type A (throughout the site) which consists of Marina loamy coarse sand that has a high infiltration rate with a low runoff potential. Drainage Area'2 is a small strip at the back of the lot that is directed toward the south. Runoff from this area is so small that it is unlikely any water would drain off the lot even under proposed conditions. The backside of the proposed structures can be drained through roof gutters toward this area with negligible impacts to the area. After the structures are complete, it is imperative that the ground slopes away from the structures at a minimum of 2% for at least 7 feet per the recommendations of the soils engineer. All roof gutter outlets should be equipped with a splash pad to disperse concentrated flows and minor drainage swales should be implemented to direct flows toward the landscaped retention area. Given the high infiltration rate of the soil, the proposed improvements should have negligible impacts to the existing conditions. Thank you for the opportunity to prepare this drainage analysis and if you have any questions, please do not hesitate to contact me: Sincerely, S Ta Jim Turpin, P.E. Turpin Consulting 9 No. C 57695 J *\ Exp. 12-31-2009 J Attachments K's,.__CIvl DISCHARGE CALCULATIONS. DRAINAGE AREA 1 EXISTING CONDITIONS Drainage Analysis for Johnston Residences 1011 & 1027 Knowles Ave. 330 10' 01" Lat, 1170 20'48.50" Long Precipitation Data Event P6 (inch) P24 (inch) P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 2.54 Parameters: Drainage Area 1 Area = 0.38 Acres Soil Type = A USDA Soil Conservation Service Soil Group Maps C = 0.20 Natural Structure Area = 0.03 Acres (2 houses, 2 detached garages) Ccomposite = 0.27 (C=0.95 for structures, no additional hardscape) Time of Concentration T=T,+T Where: Ti = Overland flow time of concentration Tt = Travel time for concentrated flow Overland Flow T = 1.8(1.1C).Sjii• Where: C= 0.27 Runoff Coefficient D = 70 Watercourse Distance (ft.) S = 3 Slope (%) - assumed Tj = 8.72 minutes Tt = Negligible w/ respect to T i Rainfall Intensity = 744 , D•5 Where: P6 = 6-hour rainfall (adjusted) in inches D = Duration (or Ti) inminutes Iloo = 4.68 inch/hr Discharge 0 = CIA = 0.47 cfs 1 of 4 DISCHARGE CALCULATIONS DRAINAGE AREA 2 EXISTING CONDITIONS Drainage Analysis for Johnston Residences 1011 & 1027 Knowles Ave. 330 10' 01" Lat, 1170 20' 48.50' Long Precipitation Data Event P6 (inch) P24 (inch) P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 2.54 Parameters: Drainage Area 2 Area = 0.07 Acres Soil Type = A USDA Soil Conservation Service Soil Group Maps C= 0.20 Natural Time of Concentration T C = T i + T Where: Ti = Overland flow time of concentration Tt = Travel time for concentrated flow OverlándFlow T1.8(1.1C)u15 Where: C = 0.20 Runoff Coefficient D = 24 Watercourse Distance (ft.) S = 3 Slope (%) - assumed Ti = 5.50 minutes T t = Negligible w/ respect to T, Rainfall Intensity J = 744 D 5 Where: P6 = 6-hour rainfall (adjusted) in inches D = Duration (or T) in minutes 1100 = 6.29 inch/hr Discharge Q = CIA 0100 = 0.09 cfs 2 of 4 DISCHARGE CALCULATIONS DRAINAGE AREA 1 PROPOSED CONDITIONS Drainage Analysis for Johnston Residences 1011& 1027 Knowles Ave. 330 10'01" Lat, 1170 20'48.50" Long Precipitation Data Event P6 (inch) P24 (inch) P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 2.54 Parameters: Drainage Area 1 Area = 0.36 Acres Soil Type = A USDA Soil Conservation Service Soil Group Maps C = 0.20 Natural Structure Area = 0.100 Acres Drivewa'Area = 0.059 Acres Total Impervious Area = 0.159 Acres Ccomposite = 0.53 (C=0.95 for structures, no additional hardscape) Time of Concentration T =T, + T Where: T i = Overland flow time of concentration Tt= Travel time for concentrated flow 1.8(1.1-C)f5 Overland Flow T = VS Where: C = 0.53 Runoff Coefficient D = 70 Watercourse Distance (ft.) S = 3 Slope (%) - assumed Ti = 5.94 minutes T t = Negligible w/ respect to T Rainfall Intensity I=7.44P6 D 5 Where: P6 = 6-hour rainfall (adjusted) in inches D = Duration (or T) in minutes 1100 = 5.99 inch/hr Discharge Q=CIA 0100= 1.15 cfs 3 of 4 DISCHARGE CALCULATIONS DRAINAGE AREA 2 PROPOSED CONDITIONS Drainage Analysis for Johnston Residences 1011 & 1027 Knowles Ave. 330 10, 01" Lat, 1170 20' 48.50" Long Precipitation Data Event P6 (inch) P24 (inch) - P6/P24 Adjusted P6 100-Year 2.54 4.5 56% 2.54 Parameters: Drainage Area 2 Area = 0.08 Acres V Soil Type = A USDA Soil Conservation Service Soil Group-Maps' C = 0.20 Natural Structure Area = 0.030 Acres Driveway Area = 0.000 Acres Total Impervious Area = 0.030 Acres Ccomposite = 0.48 (C=0.95 for structures, no additional hardscape) Time of Concentration T=T, - -T V Where: T = Overland flow time of concentration V T, = Travel time for concentrated flow 0fi5 T =1.8(1.1- Overland Flow 3V Where: V C = 0.48 Runoff Coefficient V D = 70 Watercourse Distance (ft.) S = 3 Slope (%) - assumed T, = 6.46 minutes V T 1 = Negligible w/ respect to T i V Rainfall Intensity 1=7.44 P6 D 5 Where: P6 = 6-hour rainfall (adjusted) in inches D = Duration (or Ti) in minutes V Iloo = 5.67 inch/hr Discharge V V 0 = CIA 0100 = 0.22 cfs 4 of 4 EXISTING CONDITIONS DRAINAGE 1011 & 1027 KNOWLES AVENUE DRAINAGE AREA 2 ______ DRAINAGE AREA 2 REAR YARD \ / REAR YARD (DIRT) I / (DIRT) / DRAINAGE AREA 1 - -c PON)ING o BACKYARD (GRAss).._ I SIDE YARD SIDE YARD (DIRT) (DIRT) \\ . YARD FRONT _ 1 _ 8830 Pt957 A CE —CENTER LINE KNOWLES AVENUE LEGEND FLOW DIRECTION PROPERTY LINE - FENCE. —0 a-O- SCALE: 1=30' DRAINAGE AREA 1 DRAINAGE AREA 1 N BACKYARD (GRASS) FRONT YARD DRAINAGE AREA PROPOSED CONDITIONS DRAINAGE 1011 & 1027 KNOWLES AVENUE DRAINAGE AREA 2 DRAINAGE AREA 2 - L 68.50• PL St r 'l' EAVES çlyP f NEW 1152 SF SINGLE FAMILY - DWELLING : 1152 SIF DRAINAGE AREA 1 DRAINAGE AREA 1 LQQt4CRETE :: NEW4 THpK NEW GARAGE oi L IDRI!A'Y,. :::.1 4C1t DRIVEWAY - / - 1• EAVES (rYP. - i ;• - BACKYARD (GRASS) I - .-: FRONT YARD DRAINAGE AREA .4 --.--- NEW GARAGE 1' EAVES (TYP.)—/ BACKYARD (GRASS) : \\ r FRONT YARD DRAINAGE AREA 1 f-GRSS)_,... - //j EDGE OF EXISIING PAVEMENT LANDSCAPED STRIP CENTER LINE KNOWL.ES AVENUE LEGEND FLOW DIRECTION PROPERTY LINE - FENCE —c 0-O NOTE; 4- ALL DRAINAGE SHALL BE DIRECTED AWAY FROM STRUCTURES AND SCALE 1=3O' TOWARD RETENTION AREA A MINIMUM OF 1%. Johnston Residence 100 Year Year RlwaII (vera .6 Hours I.opIuvIcil (inI*.) P6 = 2.54" t&NgLes PJ)ll-)BlIJOlC$Illi43('UL.IIICN MIIOI. amec I i.....4 I / Im, Project Location 1 ENGINEERING DESIGN GROUP I 06 ARSIDE GEOIICHNICAL cviii. SIRUCIUIAL 6 R6CIAIRCIURAI CONSULIARIIS 1 IilIAL 6 COiIAIRRCviL CONSIRUCTION - - 2121 Montiel Road, San Marcos, California 92069 (760) 839-7302 Fax: (760) 480-7477 www.designgroupca.com LIMITED GEOTECHNICAL INVESTIGATION AND EVALUATION NEW RESIDENIIAL PROPERTIES TO BE LOCATED AT I 1011,& 1027 KNO WLESAVENUE, t—CARLSBAD, CALIFORNIA 92008 11 EDG Project No. 094560-1 July 6, 2009 PREPARED FOR: Rick Johnston 1027 Knowles Avenue Carlsbad, California 92008 ENGINEERING DESIGN GROUP GOOIECHIRCAL. CIVIL. SIRUCIURAI 0 ARCHITECTURAL CONSUOIOIIi - FOR RESIOENFIAL S COMMERCIAL CONS I RUC IION 2121 Montiel Road, San Marcos, California 92069 (760) 839-7302 Fax: (760) 480-7477 www.designgroupca.com Dale: July 6, 2009 To: Rick Johnston 1027 Knowles Avenue Carlsbad, CA 92008 858.513.7567 w; 760.277.7053 c richardjohstonl @cox.nel Re: Residential Properties located at 1027 & 1011 Knowles Avenue, Carlsbad, California Subject: Proposal for Geotechnical Engineering Services In accordance with your request and our Work Authorization and Agreement, dated June 3, 2009, we have prepared this getotechnical report for the proposed residential properties. The findings of the investigation, earthwork recommendations and foundation design parameters are presented in this In general it is our opinion thaF the proposed construction, as described herein, is,fe's,iIe from a geotechnical standpoint provided the recommendations of this report and gene fly a/cepted construction practices are followed. ,7/ If you haye'ny qstions regarding the following report please do not hesitate to contact our office. ENG/N'ERING DESIGN GROUP I/ Steven Norris GE#2590 00 .-.. OF HSS1,O, NON 2 GE2590 I - ExP.12-31Q9 OF U I Erin E. Rist (J RCE #65122 (/7 F £2! No. 65122 \ !ifl Exp. 9i30I200 I I I 1 TABLE OF CONTENTS I Page SCOPE.................................................................i SITE AND PROJECT DESCRIPTION ...........................................1 I SUBSOIL CONDITIONS .....................................................I I . GROUNDWATER ..........................................................2 LIQUEFACTION ............................................................2 I CONCLUSIONS AND RECOMMENDATIONS .....................................3 GENERAL...........................................................3 EARTHWORK........................................................3 I FOUNDATIONS ......................................................5 CONCRETE SLABS ON GRADE .........................................6 RETAINING WALLS ...................................................8 I SURFACE DRAINAGE .................................................9 CONSTRUCTION OBSERVATION AND TESTING ................................10 MISCELLANEOUS .........................................................11 I FIGURES Site Vicinity Map ...................................................Figure No. 1 Site Location Map ..................................................Figure No. 2 Test Pit Location Map ...............................................Figure Test Pit Logs ..............................................Test No. 3 Pit Logs Nos. 1-3 .I APPENDICES References .........................................................Appendix A I General Earthwork and Grading Specifications .............................Appendix Testing Procedures .................................................Appendix B C Retaining Wall Drainage Detail ........................................Appendix D I .1 I I I . I SCOPE I This report gives our recommendations for the proposed properties to be located at 1011 & 1027 Knowles Avenue, Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work, conducted on-site to date, has included a visual I reconnaissance of the properties and surrounding areas, a limited subsurface investigation and preparation of this report presenting our findings, conclusions, and recommendations. SITE AND PROJECT DESCRIPTION I For the purposes of this report the front of the properties are assumed to face north. The subject properties appear to be rectangularly shaped adjacent lots located at 1011 & 1027 Knowles Avenue, Carlsbad, California. The properties are bordered to the west, east, and south by single I family residential homes, and to the north by Knowles Avenue. The general topography of the site area consists of coastal foothill terrain. The site itself consists I of two generally flat pads. At the time of this report the lots were improved each with a one story single family residential structure and a detached garage. Based upon our conversations with the project owner and review of the project preliminary site plan we understand that development will consist of the following: Design and construction of a new single family residence with a detached garage on each I property. Demolition of the existing residential structures. SUBSOIL CONDITIONS ..I Based upon our subsurface investigation of the property the site soil profiles and soil types are described as follows: Fill/Weathered Sands: Fill and weathered silty sands consisting of slightly silty sands with small roots. ' These profiles extend to depths of approximately 2-3 feet below adjacent grade. Fill materials consist of dark to light brown, dry to slightly moist, medium dense, silty sands with organics. Fill and weathered materials are not considered suitable for I, the support of structures in their present state. Slightly silty sands classify as SW- SM according to the Unified Classification System, and based on visual observation generally possess potentials for expansion in the low range. E Johnston Properties . . Page No. 1 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Sandstone I Sandstone material underlie the fill and weathered profiles at the subject site. Sandstone materials consisted of reddish brown to brown, slightly moist, medium dense, slightly silty to silty sandstone. Sandstone materials are considered I suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. Sandstone materials classify as SW-SM according to the Unified Classification System, and based on visual I observation and our experience possess potentials for expansion in the low range. GROUND WATER Ground water was not encountered as part of our subsurface investigation. Groundwater is not I anticipated to be a significant concern to the project provided the recommendations of this report are followed. However, in our experience, groundwater conditions can develop where no such condition previously existed. I Proper surface drainage and irrigation practices will play a significant role in the future performance of the project. Please note in the "Concrete Slab on Grade" section of this report for specific I recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The project architect and/or waterproofing consultant shall specifically address waterproofing details. I LIQUEFACTION I It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in the Southern California region. However, the seismic risk at this site is not significantly greater than that of the surrounding developed area. I I I i Johnston Properties Page No. 2 1 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP CEOTECHNICAL. CIVIL. STRUCTURAL CONSULTANTS I Liquefaction of cohesionJess soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for liquefaction or seismically-induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the Uniform Building Code and current design parameters of the Structural Engineers Association of California. CONCLUSIONS AND RECOMMENDATIONS GENERAL It is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and generally accepted construction practices are followed. In the area of the proposed new residences unsuitable soil profiles found to mantle the upper 2 to 3 feet are not suitable for the support of settlement sensitive improvements in their present I state. Based upon our review of the project plat we anticipate grading in the area of these improvements to include a removal and recompaction of unsuitable fill soils beneath the proposed building envelope and shallow removals in the areas of the proposed driveways or I other concrete hardscape improvements The following recommendations should be considered as minimum design parameters and shall be incorporated within the project plans and utilized during construction, as applicable. ! EARTHWORK We anticipate all new building foundations will be founded on recompacted fill material. Grading operations shall be conducted in accordance with the recommendations below as well I as the Appendix B of this report, as applicable. Site Preparation I Prior to any grading, the areas of proposed improvement should be cleared of surface and subsurface debris (including organic topsoil and vegetative debris). Removed debris should be properly disposed of off-site prior to the I commencement of any fill operations. Holes resulting from the removal of debris, existing structures, or other improvements which extend below the undercut depths noted, should be filled and compacted using onsite material or I an import material with a low potential for expansion. Removals Fill and weathered profiles found to mantle the site in our test pit excavations, upper approximately 2 to 3 feet as observed in the field, are not suitable for the structural support of buildings or improvements in their present state and will require removal and recompaction. In general grading should consist of the removal of unsuitable soil to competent subgrade materials, scarification of subgrade to a depth of 12 to 18 inches, and the re-compaction of fill materials to 90 percent minimum relative compaction. Excavated fill materials are suitable i I I Johnston Properties 1011 & 1027 Knowles Ave., Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL. STRUCTURAL CONSULTANTS Page No. 3 Job No. 094560-1 I i 1 for re-use as fill material during grading, provided they are cleaned of debris and oversize material in excess of 6 inches in diameter (oversized material is not anticipated to be of significant concern) and are free of contamination. Transitions Any structural sensitive improvements should be constructed on a uniform building pad. The entire building pad should be undercut a minimum depth below adjacent grade of 3 feet. Based upon our test pit excavations we anticipate minium removals of 3 feet. We anticipate the new main residence will be founded on footings bearing on recompacted fill material. Removals and undercuts should extend a minimum of 5 feet (or to a distance at least equal to depth of fill removals, whichever is greater) beyond the footprint of the proposed structures including any pad footings for, and settlement sensitive improvements. Where this condition cannot be met it should be reviewed by the Engineering Design Group on a case by case basis. Removal depths should be visually verified by a representative of our firm prior to the placement of fill. A subgrade drain may be installed at building undercuts, as determined in the field at the time of grading. Undercut subgrade should be sloped at a minimum of 1% to the new drain, and the drain should be sloped at a minimum 1% to an acceptable daylight outlet. Refer to Canyon Subdrain Details in Appendix B of this report. Fills All fill in the area of removal and recompaction should be brought to +2% of optimum moisture content, and re-compacted to at least 90 percent relative compaction (based on ASTM D1557-91). Compacted fills should be cleaned of loose debris, oversize material in excess of 6 inches in diameter, brought to near optimum moisture content, and re-compacted to at least 90% relative compaction (based on ASTM Dl 557-91). Surficial, loose or soft soils exposed or encountered during grading (such as any undocumented or loose fill materials) should be removed to competent formational material and properly compacted prior to additional fill placement. Fills should generally be placed in lifts not exceeding 6 to 8 inches in thickness. If the import of soil is planned, soils should have a low potential for expansion (Ek50), free of debris and organic matter. Prior to importing soils should be visually observed, sampled and tested at the borrow pit area to evaluate soil suitability as fill. Where new foundations extend across a retaining wall backfill wedge footings shall be deepened through fill to competent formational sandstone. H Johnston Properties 1011 & 1027 Knowles Ave., Carlsbad, California Page No. 4 Job No. 094560-1 ENGINEERING DESIGN GROUP I GEOTECHNCAL, CIVIL, STRUCTURAL CONSULTANTS 5. Slopes Permanent slopes may be cut to a face ratio of 2:1 (horizontal to vertical). I Permanent fill slopes shall be placed at a maximum 2:1 slope face ratio. All temporary cut slopes shall be excavated in accordance with OSHA requirements. The face ratio of temporary backcuts will b dependent upon the I seasonal conditions at the time of the excavations. Subsequent to grading, planting or other acceptable cover should be provided to increase the stability of slopes, especially during the rainy season (October thru April). I FOUNDATIONS The following design parameters may be utilized for new foundations founded on recompacted fill material. Footings bearing on compacted fill material may be designed utilizing maximum allowable soils pressure of 2,000 psf. Seismic Design Parameters: sit class, D :. . ..•_ 4;. 'p • :- S0 (g) . ........, . - 0 866 lx- - -' p . - ............ 93.. - Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. The following parameters should be used as a minimum for designing new footing width and depth below lowest adjacent grade: No. of Floors Supported Minimum Footing Width *Minimum Footing Depth Below Lowest Adjacent Grade 1 15 inches 18 inches 2 15 inches 1.8 inches 3 18 inches 24 inches *Footing depths to be confirmed in the field by a representative of I Engineering Design Group prior to the placement of steel and removal of excavation equipment. 1 4. All footings founded into recompacted fill should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings I Johnston Properties Page No. 5 I 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS I I I I I I I I I 1 2 3 I over 30 inches in depth, additional reinforcement, and possibly a stemwall system will be necessary, and should be reviewed by project structural engineer prior to construction. All isolated spread footings should be designed utilizing the above given bearing values and footing depths, and be reinforced with a minimum of #4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a I minimum width and depth of 24 inches. For footings adjacent to slopes, a minimum of 12 feet horizontal setback in competent I material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition can not be met it should be brought to the attention of the I Engineering Design Group for review. All excavations should be performed in general accordance with the contents of this I report, applicable codes, OSHA requirements and applicable city and/or county standards. I 8. All foundation subgrade soils and footings shall be pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. CONCRETE SLABS ON GRADE Concrete slabs on grade founded on recompacted fill material should use the following as the minimum design parameters. I Concrete slabs on grade of the building should have a minimum thickness of 4 inches (5.5 inches at garage and driveway locations) and should be reinforced with #3 bars at 18 inches o.c. placed at the midpoint of the slab. Slump: Between 3 and 4 inches maximum Aggregate Size: 3/4 - 1 inch Air Content: 5 to 8 percent Non-Moisture Sensitive Areas: Compressive Strength = 2500 psi minimum. Moisture Sensitive Areas: Water to cement Ratio.- 0.45 maximum Compressive Strength = 4,000 psi minimum (No special inspection required for water to cement ratio purposes, unless otherwise specified by the structural engineer) Moisture retarding additive in concrete at concrete slab on grade floors and moisture sensitive areas. 2. In moisture sensitive areas (i.e. interior living space where slab vapor emission is a concern), the slab concrete should have a minimum compressive strength of 4,000 psi (non-special inspected) with a maximum water to cement ratio of 0.45. This recommendation is intended to achieve a low permeability concrete. I I I I I Johnston Properties 1011 & 1027 Knowles Ave., Carlsbad, California Page No. 6 Job No. 094560-1 ENGINEERING DESIGN GROUP Li CEOTECHNICAL, CIVIL. STRUCTURAL CONSULTANTS I The project architect and/or waterproofing consultant should provide all slab underdrain, flooring sealers and various other details, specifications and recommendations (i.e Moiststop and Linkseal) at areas of potential moisture intrusion (i.e. basement slabs and slab penetrations). Engineering Design Group accepts no responsibility for design or quality control of waterproofing elements of the building. All required fills used to support slabs, should be placed in accordance with the grading section of this report and the attached Appendix B, and compacted to 90 percent Modified Proctor Density, ASTM D-1557 (Figure 4), and as described in the Earthwork section of this report. A one inch layer of coarse sand material, Sand Equivalent (S.E.) greater than 50 and washed clean of fine materials, should be placed beneath the slab. Sand should be rounded to avoid puncture of visqueen vapor retarder. In moisture sensitive areas, a visqueen layer (15 mil proprietary) should be placed below the upper one inch of sand to act as a vapor retarder. The visqueen layer should extend down the interior edge of the footing excavation a minimum of 12 inches. The visqueen layer should lap a minimum of 6 inches, sealed along all laps with the manufacturer's recommended adhesive, and extend down the interior edge of the footing excavation a minimum of 12 inches. Beneath the vapor retarder a uniform layer of 4 inches of pea gravel is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. All subgrade soils to receive concrete flatwork are to be pre-soaked to 2 percent over optimum moisture content to a depth of 18 inches. Brittle floor finishes placed directly on slab on grade floors may crack if concrete is not adequately cured prior to installing the finish or if there is minor slab movement. To minimize potential damage to movement sensitive flooring, we recommend the use of slip sheeting techniques (linoleum type) which allows for foundation and slab movement without transmitting this movement to the floor finishes. Exterior concrete flatwork and driveway slabs, due to the nature of concrete hydration and minor subgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: Concrete slump should not exceed 4 inches. Concrete should be poured during "cool" (40 - 65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and the slump kept to a minimum. Concrete subgrade should be pre-soaked prior to the pouring of concrete. The 1 I I I Johnston Properties 1011 & 1027 Knowles Ave., Carlsbad, California Page No. 7 Job No. 094560-1 ENGINEERING DESIGN GROUP I GEOTECI-INICAL. CIVIL, STRUCTURAL CONSULTANTS level of pie-soaking should be a minimum of 2% over optimum moisture to a depth of 18 inches. Concrete may be poured with a 10 inch deep thickened edge. Flatwork adjacent to top of a slope should be constructed with a outside footing to attain a minimum of 7 feet distance to daylight. Concrete should be constructed with tooled joints or sawcuts (1 inch deep) creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should generally not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. Drainage adjacent to concrete flatwork should direct water away from the improvement. Concrete subgrade should be sloped and directed to the collective drainage system, such that water is not trapped below the flatwork. The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance, and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concrete. RETAINING WALLS Retaining walls up to 6 feet, although not anticipated for this project based upon the preliminary site plan, may be designed and constructed in accordance with the following recommendations and minimum design parameters: Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the "Foundations" section of this report, and should maintain minimum footing depths outlined in "Foundations" section of this report. It is anticipated that all retaining wall footings will be placed on recompacted fill material or competent formational sandstone. Where cut-fill transitions may occur footings may be deepened to formational material or alternative detailing may be provided by the Engineering Design Group on a case by case basis. 2. Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 35 pcf. This assumes that granular, free draining material with low potential for expansion (E.l. <50) will be used for backfill, and that the backfill surface will be level. Where soil with potential for expansion is not very low (El. >50) a new active fluid pressure will be provided by the project soils engineer. Backfill materials should be considered prior to the design of the retaining walls to ensure accurate detailing. We anticipate onsite material will be utilized as retaining wall backfill. For sloping backfill, the following parameters may be utilized: Johnston Properties Page No. 8 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS I Backfill Sloping Cohdition 2:1 Slope . 1.5:1 Slope Active Fluid Pressure 50 pcf 65 pcf Any other surcharge loadings shall be analyzed in addition to the above values. If the tops of retaining walls are restrained from movement, they should be designed for an uniform at-rest soil pressure of 65 psf. Passive soil resistance may be calculated using an equivalent fluid pressure of 300 pcf. This value assumes that the soil being utilized to resist passive pressures, extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. A coefficient of friction of 0.35 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. Retaining walls should be braced and monitored during compaction. If this cannot be accomplished, the compactive effort should be included as a surcharge load when designing the wall. All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the 'Retaining Wall Drainage Detail", Appendix D. The waterproofing elements shown on our details are minimums, and are intended to be supplemented by the waterproofing consultant and/or architect. The recommendations should be reviewed in consideration of proposed finishes and usage, especially at basement levels, performance expectations and budget. If deemed necessary by the project owner, based on the above analysis, and waterproofing systems can be upgraded to include slab under drains and enhanced waterproofing elements. Retaining wall backfill should be placed and compacted in accordance with the "Earthwork" section of this report. Backfill shall consist of soil with a very low expansion potential, granular, free draining material. - SURFACE DRAINAGE 1 Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the dwelling and improvements. Under no circumstances should water be allowed to pond against or adjacent to foundation walls, or tops of slopes. The ground I surface surrounding proposed improvements should be relatively impervious in nature, and slope to drain away from the structure in all directions, with a minimum slope of 2% for a I Johnston Properties Page No. 9 ;I loll & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP GOTECNNICAL, CIVIL. STRUCTURAL CONSULTANTS I I horizontal distance of 7 feet (where possible). Area drains or surface swales should then be provided to accommodate runoff and avoid any ponding of water. Any french drains, backdrains and/or slab underdrains shall not be tied to surface area drain systems. Roof gutters and I downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clean and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. U Over watering can adversely affect site improvements and cause perched groundwater conditions. Irrigation should be limited to only the amount necessary to sustain plant life. Low I flow irrigation devices as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an important component to the performance of onsite improvements. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage I from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements, should be strictly controlled or avoided. CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface conditions disclosed by our investigation of the project area. Interpolated subsurface conditions should be verified in I the field during construction. The following items shall be conducted prior/during construction by a representative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary I during the development of the proposed improvement(s). Review of final approved structural plans prior to the start of work for compliance with I geotechnical recommendations. Attendance of a pre-grade/construction meeting prior to the start of work. Observation of keyway bottoms and undercut subgrade. I 4• Testing of any fill placed, including retaining wall backfill and utility trenches. 5. Observation of footing excavations prior to steel placement and removal of excavation equipment. I 6. Field observation of any "field change" condition involving soils. 7. Walk through of final drainage detailing prior to final approval. I The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Johnston Properties I 1011 & 1027 Knowles Ave., Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS I Page No. 10 Job No. 094560-1 Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and I the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised due diligence" in the soils engineering design aspect of this building. I Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. I Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group requires a minimum of 48 hours notice to mobilize onsite for field observation and testing. I MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows I them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such I as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface observations at the site, knowledge of local I conditions, and a visual observation of the soils exposed in the exploratory test pits. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site. We believe that this information gives an acceptable degree of reliability I for anticipating the behavior of the proposed structure; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these I recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also I most likely change. Man-made or natural changes in the conditions of a property can occur over a period of time. In addition, changes in requirements due to state of the art knowledge and/or legislation, are I rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered I valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is I advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions, be retained to build the structure. I If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. 1 Johnston Properties Page No. 11 I 1011 & 1027 Knowles Ave., Carlsbad, California Job No. 094560-1 ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL. STRUCTURAL CONSULTANTS I I I I I I I I "z — R'JvLkiEir o LCLEV q3 (IA1t tUOML RJES7 FRI PALIFI (• C ILO A N 1267 125E :N PAJA 127E -S. APPROXIMATE SITE VICINITY PROJECT NAME Richard Johnston PROJECTADORESS Residential Properties located at 1027 & 1011 Knowles Avenue, Highland Ranch R o a d , C a r l s b a d , C a l i f o r n i a EDG PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE —7 GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 094560 1 2121 Montiel Road, San Marcos, CA 92069 1 Phone: (760)839-7302 Fax: (760)480-7477 I I '- C, c • o l ,\9AY CRDITR1 -- CLRD - I U I I I I I I 1 1 1 I I I ;1 \'t 1ri two RD S APPROXIMATE SITE LOCATION PROJECT NAME Richard Johnston PROJECTADDRESS Residential Properties located at 1027 & 1011 Knowles Avenue, Highland Ranch Road, Carlsbad, California EDG PROJECT NUMBER ENGINEERING DESIGN GROUP FIGURE GEOTECHNICAL CIVIL, STRUCTURAL CONSULTANTS 094560-1 2121 Montiel Road, San Marcos, CA 92069 Phone: (760)839-73b2 Fax: (760)480-7477 2 I 66.50 Pt S00.571 - .2j 60.50' El S69.571 _________ 1' lYE. E4vES IN I U 4'' H Ni.V 200 AMP PANE NEW 200 AMP PAN NDV GAS MET RfIUE1fã1lI J '9T6 _220 ,, 4. NEW 40 NEW 4 1 GARAGE CONCRUE Tun I Fill NEW 4" THICK CE DRIVEWAY I CONCRETE DRIVEWAY I 420 Pt S5O07 C 11420 P1 SSOO7N I i I 1 l 142 0 . . —F 1l P1 SSOO7W I, , '-4 I i EXISTING 720 EXISTING 716 1 Sr SINGLE Sr 516011 ' STORY MOUSE STORY HOUSE •" I "I IO EDGE 01 EXISTING PAVEMENT I - EDGE F EXISTING PAVEUEi '' F 4T'O•J . C APPROXIMATE LOCATION OF TEST PITS PROJECT NAME Richard Johnston PROJECTADORESS Residential Properties located at 1027 & 1011 Knoes Road, Highland Ranch Road, Carlsbad, California EDG PROJECT NUMBER ENGINEERING DESIGN GROUP I FIGURE GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS 094560-1 2121 Montiel Road, San Marcos, CA 92069 I Phone: (760)839-7302 Fax: (760)480-7477 TEST PIT LOG NO. 1 LOGGED BY: PR SAMPLED BY: PR GEOLOGIC ATTITUDES SAMPLE No. GEOTECHNICAL DESCRIPTION ORGANIC TOPSOIL & WEATHERED SOIL 0 TO 6" Organic soils and debris. 6" TO 2' Brown, dry, weathered, loose sands with some roots. SANDSTONE 2' - 3.5' Reddish brown to brown, slightly moist, medium dense sands. (SW—SM) GRAPHIC APROXIMATE SCALE: SURFACE SLOPE: ± 0 TREND: 0' 2.0' 4.0' 5.0' - TOTAL DEPTH = 3.5' 6.0' 7.0' C 8.0' - ENGINEERING DESIGN GROUP 2121 MONM ROAD SAN MARCOS, CA 92069 (760) 839-7302 FAX (780) om EXPLORATORY TEST PIT LOG . JOHNSTON RESDIENCE 1011 & 1027 KNOWLES AVE. CARLSBAD, CALIFORNIA JOB No. DATE TEST PIT No. 1 094560-1 6-30-09 1 II I I I I [1 I I TEST P I T LOG NO. 2 LOGGED BY: PR SAMPLED: PR GEOLOGIC SAMPLE GEOTECHNICAL DESCRIPTION ATTITUDES No. ORGANIC TOPSOIL & WEATHERED SOIL 0 TO 6" Organic soils and debris. 6" TO 2' Brown, dry, weathered, loose sands with some roots. SANDSTONE 2' - 2.5' Reddish brown to brown, dry to slightly moist, medium dense sands. (SW—SM) - GRAPHIC .APROMATE SCALE: SURFACE SLOPE: ± 0' TREND: 0' I'll =-_ 2.0' 3.0 4.0' 5.0' - TOTAL DEPTH = 2.5' 6.0' 7.0' 8.0' ENGINEERING EXPLORATORY TEST PIT LOG JOHNSTON RESDIENCE DESIGN GROUP 2121 MONIIEL ROAD 1011 & 1027 KNOWLES AVE. CARLSBAD, CALIFORNIA SAN }LAECOS, CA 92089 JOB No. I DATE (780) 839-7302 FAX (780) 40-7477 . 094560-1 J 6-30-09 TEST PIT No. 2 TEST PIT LOG NO. 3 LOGGED BY: PR SAMPLED BY: PR GEOLOGIC ATTITUDES SAMPLE No. GEOTECHNICAL DESCRIPTION ORGANIC TOPSOIL & WEATHERED SOIL 0 TO 6" Organic soils and debris. 6" TO 3' Brown, dry, weathered, loose sands with some roots. Grovel around 3' possible abandon leach line. SANDSTONE 3' - 4' Reddish brown to brown, dry, medium dense sands. (SW—SM) - GRAPHIC APROXIMATE SCALE: SURFACE SLOPE: ± 0. TREND: - liii 0' liii 1111 III Jill •.. • 2.0' •. ____________ ____________ ____________ 3.0' - • 5.0' - TOTAL DEPTH 4' 6.0' 7.0' 8.0' ENGINEERING. EXPLORATORY TEST PIT LOG JOHNSTON RESDIENCE mu DESIGN GROUP 2121 MONM ROAD SAN LARCOS. CA 92069 (780) 839-7002 1011&1027KNOWLES AVE. CARLSBAD,_CALIFORNIA JOBNo. FAX (780) 480-7477 094560-30-09 1 _DATE 6— TEST PIT No. 3 I I I I I I I I APPENDIX -A- I I I I I I I I I APPENDIX A - REFERENCES 1 California Department of Conservation, Division of Mines and Geology, Fault Rupture Zones in California, Special Publication 42, Revised 1990. California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. Day, Robert W. "Geotechnical and Foundation Engineering Design and Construction." 1999. McGraw Hill. 1 4. Engineering Design Group, unpublished in house data. 5. Franklin, A.G. and Chang, F.K. 1977, 'Permanent displacements of Earth embankments I by Newmark sliding block analysis, Report 5, Miscellaneous Paper, S 71-17, U.S. Army Corp of Engineers, Waterways Experiment Station, Vickburg, Mississippi." I 6. Greensfelder, R.W., 1974 Maximum Credible Rock Acceleration from Earthquakes in California Division of Mines and Geology, Map Sheet 23. I 7. Lee, L.J., 1977, Potential foundation problems associated with earthquakes in San Diego, in Abbott, P.L. and Victoria, J.K., eds. Geologic Hazards in San Diego, Earthquakes, Landslides, and Floods: San Diego Society of Natural History John Porter I Dexter Memorial Publication. Ploessel, M.R. and Slossan, J.E., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199 State of California, Geologic Map of California, Map No. 1, Dated 1977. I 10. State of California, Fault Map of California, Map No. 1, Dated 1975. Structural Engineers Association of Southern California (SEAOSC) Seismology I Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. Tan, Slang S. And Kennedy, Michael; Geologic Map of the Oceanside, San Luis Rey, and 1 San Marcos 7.5' Quadrangles, San Diego County, California: Plate 1 I I I I APPENDIX -B- GENERAL EARTHWORK AND GRADING SPECI F I C A T I O N S 1.0 GeneaI Intent These specifications are presented as general p r o c e d u r e s a n d r e c o m m e n d a t i o n s for grading and earthwork to be utilized in conjuncti o n w i t h t h e a p p r o v e d g r a d i n g plans. These general earthwork and grading sp e c i f i c a t i o n s a r e a p a r t o f t h e recommendations contained in the geotechnical re p o r t a n d s h a l l b e s u p e r s e d e d by the recommendations in the geotechnical r e p o r t i n t h e c a s e o f c o n f l i c t . Evaluations performed by the consultant during t h e c o u r s e o f g r a d i n g m a y r e s u l t in new recommendations which could superse d e t h e s e s p e c i f i c a t i o n s o r t h e recommendations of the geotechnical report. It s h a l l b e t h e r e s p o n s i b i l i t y o f t h e contractor to read and understand these specific a t i o n s , a s w e l l a s t h e g e o t e c h n i c a l report and approved grading plans. Earthwork Observation and Testing Prior to the commencement of grading, a qualified g e o t e c h n i c a l c o n s u l t a n t s h o u l d be employed for the purpose of observing earthwo r k p r o c e d u r e s a n d t e s t i n g t h e fills for conformance with the recommendation s o f t h e g e o t e c h n i c a l r e p o r t a n d these specifications. It shall be the responsibilit y o f t h e c o n t r a c t o r t o a s s i s t t h e consultant and keep him apprised of work sched u l e s a n d c h a n g e s , a t l e a s t 2 4 hours in advance, so that he may schedule his pers o n n e l a c c o r d i n g l y . N o g r a d i n g operations should be performed without the kno w l e d g e o f t h e g e o t e c h n i c a l consultant. The contractor shall not assume that t h e g e o t e c h n i c a l c o n s u l t a n t i s aware of all grading operations. It shall be the sole responsibility of the contracto r t o p r o v i d e a d e q u a t e e q u i p m e n t and methods to accomplish the work in accordan c e w i t h a p p l i c a b l e g r a d i n g c o d e s and agency ordinances, recommendations in the g e o t e c h n i c a l r e p o r t , a n d t h e approved grading plans not withstanding the te s t i n g a n d o b s e r v a t i o n o f t h e geotechnical consultant. If, in the opinion of th e c o n s u l t a n t , u n s a t i s f a c t o r y conditions, such as unsuitable soil, poor moi s t u r e c o n d i t i o n , i n a d e q u a t e compaction, adverse weather, etc., are resultin g i n a q u a l i t y o f w o r k l e s s t h a n recommended in the geotechnical report and the s p e c i f i c a t i o n s , t h e c o n s u l t a n t w i l l be empowered to reject the work and recomme n d t h a t c o n s t r u c t i o n b e s t o p p e d until the conditions are rectified. Maximum dry density tests used to evaluate the d e g r e e o f c o m p a c t i o n s h o u l d b e performed in general accordance with the latest v e r s i o n o f t h e A m e r i c a n S o c i e t y for Testing and Materials test method ASTM 01 5 5 7 . I -1- I I 2.0 1 :1 I I I 3.0 Preparation of Areas to be Filled 3.1 Clearina and Grubbing: Sufficient brush, v e g e t ation, roots and afl other deleterious material should be removed or p r o p e r l y d i s p o s e d o f i n a m e t h o d acceptable to the owner, design engineer, g o v e r n i n g a g e n c i e s a n d t h e geotechnical consultant. The geotechnical consultant should eval u a t e t h e e x t e n t o f t h e s e r e m o v a l s depending on specific site conditions. In g e n e r a l , n o m o r e t h a n 1 p e r c e n t (by volume) of the fill material should consis t o f t h e s e m a t e r i a l s a n d n e s t i n g of these materials should not be allowed. I 3.2 Processing: The existing ground whic h h a s b e e n e v a l u a t e d b y t h e geotechnical consultant to be satisfactor y . f o r s u p p o r t o f f i l l , s h o u l d b e scarified to a minimum depth of 6 inches . E x i s t i n g g r o u n d w h i c h i s n o t I satisfactory should be overexcavated a s s p e c i f i e d i n t h e f o l l o w i n g s e c t i o n . Scarification should continue until the soils a r e b r o k e n d o w n a n d f r e e o f large clay lumps or clods and until the w o r k i n g s u r f a c e i s r e a s o n a b l y I uniform, flat, and free of uneven featur e s w h i c h w o u l d i n h i b i t u n i f o r m compaction. 1 3.3 Overexcavation: Soft, dry, organic-ric h , s p o n g y , h i g h l y f r a c t u r e d , o r otherwise unsuitable ground, extendi n g t o s u c h a d e p t h t h a t s u r f a c e processing cannot adequately improv e t h e c o n d i t i o n , s h o u l d b e overexcavated down to competent ground, a s e v a l u a t e d b y t h e g e o t e c h n i c a l consultant. For purposes of determining quantit i e s o f m a t e r i a l s overexcavated, a licensed land surveyor/ci v i l e n g i n e e r s h o u l d b e u t i l i z e d . I 3.4 Moisture Conditioning: Overexcavated a n d p r o c e s s e d s o i l s s h o u l d b e watered, dried-back, blended, and/or m i x e d , a s n e c e s s a r y t o a t t a i n a uniform moisture content near optimum. I 3.5 Recompaction: Overexcavated and proc e s s e d s o i l s w h i c h h a v e b e e n I properly mixed, screened of deleterious m a t e r i a l , a n d m o i s t u r e - c o n d i t i o n e d should be recompacted to a minimum rel a t i v e c o m p a c t i o n o f 9 0 p e r c e n t o r as otherwise recommended by the geot e c h n i c a l c o n s u l t a n t . I . I 3.6 Benching: Where HIS are to be placed on ground with slopes s t e e p e r t h a n 5:1 (horizontal to vertical), the ground should be stepped or benc h e d . T h e I .lowest bench should be a minimum of 15 feet wide, at least 2 feel into competent material as evaluated by -the geotechnical consultant. Other benches should be excavated into competent material as evaluate d b y t h e I geotechnical consultant. Ground sloping flatter than 5:1 should be b e n c h e d or otherwise overexcavated when recommended by the geo t e c h n i c a l consultant. I 3.7 Evaluation of Fill Areas-. All areas to receive fill, including processed areas, I removal areas, and toe-of-fill benches, should be evalua t e d b y t h e geotechnical consultant prior to fill placement. 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free o f o r g a n i c matter and other deleterious substances, and should be eva l u a t e d b y t h e I geotechnical consultant prior to placement. Soils of poor g r a d a t i o n , expansion, or strength characteristics should be placed as reco m m e n d e d by the geotechnical consultant or mixed with other soils to a c h i e v e I satisfactory fill material. ' 4.2 Oversize: Oversize material, defined as rock or other irreducibl e m a t e r i a l with a maximum dimension greater than 6 inches, should no t b e b u r i e d o r placed in fills, unless the location, materials, and disposal m e t h o d s a r e I specifically recommended by the geotechnical consultant. O v e r s i z e disposal operations should be such that nesting of oversize mate r i a l d o e s not occur, and such that the oversize material is completely surro u n d e d b y I compacted or densified fill. Oversize material should not be pl a c e d w i t h i n 10 feet vertically of finish grade, within 2 feet of future u t i l i t i e s o r underground construction, or within 15 feel horizontally of slo p e f a c e s , i n I accordance with the attached detail. I I I 1 I 4.3 If impoiling of fill material is required for grading, the import ma t e r i e l should meet the requirements o4i Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and t e s t , i f n e c e s s a r y ) the proposed 'import materials. 5.0 Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared a n d p r e v i o u s l y evaluated to receive fill, in near.-horizontal layers approxi m a t e l y 6 i n c h e s i n compacted thickness. Each layer should be spread even l y a n d t h o r o u g h l y mixed to attain uniformity of material and moisture throughout . 5.2 Moisture Conditioning: Fill soils should be watered, drie d - b a c k , b l e n d e d , and/or mixed, as necessary to attain a uniform moisture c o n t e n t n e a r optimum. 5.3 Compaction of Fill: After each layer has been evenly s p r e a d , m o i s t u r e - conditioned, and mixed, it should be uniformly compacte d t o n o t l e s s t h a n 90 percent of maximum dry density (unless otherw i s e s p e c i f i e d ) . Compaction equipment should be adequately sized a n d b e e i t h e r specifically designed for soil compaction or of proven reliabilit y , t o e f f i c i e n t l y achieve the specified degree and uniformity of compacti o n . 5.4 Fill Slopes: Compacting of slopes should be accomplished, i n a d d i t i o n t o normal compacting procedures, by backrolling of slopes wit h s h e e p s f o o t rollers at increments of 3 to 4 feet in fill elevation gain, or by o t h e r m e t h o d s producing satisfactory results. At the completion of gradin g , t h e r e l a t i v e compaction of the fill out to the slope face would be at lea s t 9 0 p e r c e n t . -4- 5.5 Compaction Testing* Field tests of the moisture content a n d d e g r e e o f compaction of the fill soils should be performed at the cons u l t a n t s d i s c r e t i o n based on field conditions encountered. In general, t h e t e s t s s h o u l d b e taken at approximate intervals of 2 feel in vertical rise a n d / o r 11,000 cubic yards of compacted fill soils. In addition, on slope face s , a s a g u i d e l i n e approximately one lest should be taken for each 5,000 s q u a r e f e e l o f s l o p e face and/or each 10 feet of vertical height of slope. 6.0 Subdrain Installation I Subdrain systems, if recommended, should be ins t a l l e d i n a r e a s p r e v i o u s l y evaluated for suitability by the geotechnical consulta n t , t o c o n f o r m t o t h e approximate alignment and details shown on the pla n s o r h e r e i n . T h e s u b d r a i n I location or materials should not be changed or modifie d u n l e s s r e c o m m e n d e d b y the geotechnical consultant. The consultant, however, m a y r e c o m m e n d c h a n g e s in subdrain line or grade depending on conditions enco u n t e r e d . A l l s u b d r a i n s ' should be surveyed by a licensed land surveyor/civil e n g i n e e r f o r l i n e a n d g r a d e after installation. Sufficient time shall be allowed for the survey, p r i o r t o commencement of filling over the subdrains. 7.0 Excavation I Excavations and cut slopes should be evaluated by a r e p r e s e n t a t i v e o f t h e geotechnical consultant (as necessary) during g r a d i n g . I f d i r e c t e d b y t h e 1 geotechnical consultant, further excavation, overexca v a t i o n , a n d r e f i l l i n g o f c u t areas and/or remedial grading of cut slopes (i.e., stability f i l l s o r s l o p e b u t t r e s s e s ) may be recommended. I 8.0 Quantity Determination I For purposes of determining quantities of materials e x c a v a t e d d u r i n g g r a d i n g and/or determining the limits of overexcavation, a lic e n s e d l a n d s u r v e y o r / c i v i l engineer should be utilized. I I I L I .5- FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY N\ OVERBURDEN OR UNSUITABLE MATERIAL - - - - - - - - - - - - - - =--jr MIN. I MIN. LOWEST KEY BENCH DEPTH (KEY) SDE MILL STA BILITY LL. DETAIL EXISTING GROUND SURFACE - - - IHISHED CUT PAD OMPACTE PAD OVEREXCAVATION DEPTH 4 $ AND RECOMFACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BENCH BASED ON ACTUAL FIELD CONDITIONS ENCOUNTERED. COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions STAL TY HLL / UTTRSS DETML ---:-: ""- OUTLET - - NONFERFOA ATED FIFE , OO' MA9. O.C. HORIZONTALLY, 30' O.C. VERTICALLY . _-:- BACK CUT 1:1 OR FLATTER E BENCH SEE $UBORMN TRENCH DETAIL LOWEST SUEDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET ---------------------------- KEY WIDTH AS NOTED ON GRADING PLANS 15' MIN. ERFORA1ED 10' MIN. EACH SIDE PIPE NON-PERFORATED AP OUTLET PIPE T-CONNECTION DETAIL SEE 1-CONNECTION DETAIL * IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4-1-1/2' GRAVEL, FILTER FABRIC MAY BE DELETED 8 MIN. / OVERLAPS I 3/4-1-1/2 CLEAN GRAVEL (3113/1111. MIN. ,/ •.i 4*0 NON-PERF OR52 PIPE FILTER FABRIC ENVELOPE (MIRAFI 14014 OR APPROVED E 0 WV A I.E NT) * SUBDRAIN TRENCH DETAIL SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard S i eve Size Passin 1" 100 3/4 , go-ioo 3/8" 40-100 No. 4 25-40 No. 8, 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent >75 -r 80 MIN. COVER PERFORATED PIPE 4' MIN. BEDDING NOTES: For buttress dimensions, see geotechnicai reportlplans. A c t u a l d i m e n s i o n s o f b u t t r e s s a n d e u b d r a i f l may be changed by the geotechniCal consultant based o n f i e l d c o n d i t i o n s . SUBORAIN IN5TALLATION-Subd:aifl pipe should be Installed wi t h p e r f o r a t i o n s d o w n a s d e p i c t e d . At locations recommended by the geotechnical consultant. n o n p e r f o r a t e d p i p e s h o u l d b e I n s t a l l e d SUEDRAIN TYPE-Subdrain type should be Acrylon Idle 8utdiefle Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.5 should be use d f o r m a x i m u m f i l l d e p t h s o f 3 5 f e e t . Class 200, SOR 21 should be used for maximum fill depthS of 1 0 0 f e e t . GROUND UAC ----------------- ------COMPACTED FILL. -------------------- -------------- -------------- SUBDRAIN TRENCH SEE BELOW SUBDRAIN TRENCH DETAILS REMOVE UNSUITABLE MATERIAL MIN. OVERLAP 3/4 1 1/2' CLEAN GRAVEL (9ft.i11. MIN,) - 6' 0 MIN. / *IF CALTRANS CLASS 2 PERMEABLE PERFORATED MATERIAL IS USED IN PLACE OF PIPE 314-1-1/2' GRAVEL, FILTER FABRIC MAY BE DELETED FILTER FABRIC ENVELOPE MIN. OVERLAP (MIRAFI 140N OR APPROVED EQUIVALENT)* 6' MIN. COVER COVER MIN. BEDDING 314-1112' CLEAN GRAVEL (10/11. MIN.) DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH GRADE-.. -:-:--:- SUBDRAIN TRENCH ..- SEE ABOVE OMPA ED H- 15' MIN. H5 M1N.-! PERFORATED 6' 0 MIN. PIPE ~NON PERFORATED 6 0 MIN. SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size % Passing 1" 100 3/4' 90-100 3/8' 40-100 NO. 4 25-40 No. 8 18-33 No, 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivaient>75 3ubdra1n should be constructed only on competent material as evaluated by the geotechnical consultant. SUBDRAIN INSTALLATION Subdraln pipe should be Installed with perforations down 55 de p i c t e d . At locations recommended by the geotechnical consultant, nonperforated pipe should be metalled. SUBDRAIN TYPE-SubdrIn type should be Acrylonitrile Butadiene Styrene (A.B.S.). Polyvinyl ChlorIde (PVC) or approved equivalent. Class 125, 5CR 32.5 should be used for maximum fill depths of 35 feet. Class 200,SDR21 should be used for maximum fill depths of 100 feet. ' Fq ETMLS I FILL SLOPE OJE'Cf o ro ci OF SLOPE A O OTi MATERIAL I ------------ EXI*TINC- GROUND SURFACE, REMOVE UNSUITABLE MATERIAL I . 2 M&fi5' MIN KEY LOWEST DEPTH BENCH (KEY) I ------------ FILL—OVER-CUT SLOPE I EXISTING. -----. --_ GROUND SURFACEN\ I- ' F - BENCH - - - _- -- REMOVE . 2 W. MIN T UNSUITABLE LOWES MIN. BENCH MATERIAL KEY (KEY) DEPTH I . CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) I EXISTING GROUND SURFACE--./, ' CUT SLOPE ' CUT—OVER—FILL SLOPE / / (TO BE EXCAVATED / PRIOR TO FILL - PLACEMENT) - -. REMOVE UNSUITABLE PROJECT 1 10 1 MATERIAL LINE FROM TOE OF SLOPE TO COMPETENT ---FI AC MATERIAL BENCH S WIN .-:- I 2 MIN LOWEST KEY DEPTH BENCH I NOTE: Back drain may be recommended by the geotechnical consultant based o n actual field conditions encountered. Bench dimension recommendations may I also be, altered based on field conditions encountered. ......_------.-------- I ucc DSPOSAL DEAL P4 ' OF FACE MPACTED F IL..: 5 MIN.' 15 11tH ---------------- 0VERSIZE WINDROW GRANULAR SOIL (3.L?: 30) TO EL DENSIFIED IN PLACE BY FLOODING DETAIL TYPICAL PROFILE ALONG WINDROW Rock with maximum dimensions greater than 6 inches should not be used withi n 1 0 f e e t vertically of finish grade (or 2 bet below depth of lowest utility whichever is g r e a t e r ) , and 15 feet horizontally of slope faces. Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. Rock placement, flooding of granular soil, and fill placement should be obse r v e d b y t h e geotechnical consultant. Maximum $iZ$ and spacing of windrows should be in accordance with the abov e d e t a i l s Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). Rock should be placed in excavated trenches. Granular soil (S.E. greater than or e q u a l to 30) should be flooded in the windrow to completely fill voids around and ben e a t h rocks. I I I I I I APPENDIX - C I I I I I I I I I I I I LABORATORY TESTING PROCEDURES Direct Shear Test Direct shear tests are performed on remolded and/or relatively undisturbed samples which are soaked for a minimum of 24 hours prior to testing. After transferring the sample to the shearbox, and reloading, pore pressures are allowed to dissipated for a period of approximately 1 hour prior to application of shearing force. The samples are sheared in a motor- driven, strain controlled, direct-shear testing apparatus. After a travel of approximately 1/4 inch, the motor is stopped and the sample is allowed to relax" for approximately 15 minutes. Where applicable, the "relaxed" and 'peak" shear values are recorded. It is anticipated that, in a majority of samples tested, the 15 minutes relaxing of the sample is sufficient to allow dissipation of pore pressures set up due to application of the shearing force. The relaxed values are therefore judged to be good estimations of effective strength parameters. Expansion Index Tests: The expansion potential of representative samples is evaluated by the Expansion Index Test, U.B.C. Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water for 24 hours or until volumetric equilibrium is reached. Classification Tests: Typical materials were subjected to mechanical grain-size analysis by wet sieving from U.S. Standard brass screens (ASTM D422-65). Hydrometer analyses were, performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification is presented in both the test data and the boring logs. a 0 a a a a MINIMUM RETAINING WALL WATERPROOFING & DRAINAGE DETAIL (NOT TO SCALE) jQ: THIS DETAIL REPRESENTS THE MINIMUM WALL DRAJNAGE AND WATERPROOFING APPLICATION TO SATISFY THE STRUCTURAL DESIGN INTENT OF THE RETAINING WALL THE ARCHITECT OR DESIGNER OF RECORD FOR THE PROJECT SHALL BE RESPONSIBLE FOR THE DESIGN AND SPECIFiCATiON OF THE WATERPROOFING ASSEMBLY. 11 (0 END MIPADRJN RETAINING WALL (CONC OR CMU) WALL FOOliNG ®COMPACTED BACKFILL 90X MIN. RELATIVE COMPACTION ®HLM 5000 INSTALLED PER MANUFACTURER'S SPECIFICATIONS & PROTECTED WITH PROTECTION BOARD (ABOVE M!RADIAIN) MASTIC NOT TO BE EXPOSED 70 SUNLIGHT C) MIRADRA!N (OR EQUAL) INSTALLED PER MANUFACTURER'S SPECIF1C411ONS OVER MASTiC WATERPROOFING ®MIRAFJ FILTER FABRIC W/ 6 LAP () 3/4 GRAVEL (i SF / Fr) 4 DLA PERFORATED DRAIN LINE 6 (SCH 40 OR EQUIV.) PERFOR.471ONS ORIENTED DOWN 2 X GRADIENT TO SUITABLE OLJI'LEJ - EXACT PIPE LOCATION TO BE DETERMINED BY SITE CONSTRAINTS ©PROPOSED SLOPE BACKCUT PER / OSHA STANDARDS OR, PER ALTERNATIVE SLOPING PLAN, OR PER APPROVED SHORING PLAN 8 44l (45) CONCRETE CANT 0 FTC/WALL CONNECTION (UNDER WATERPROOFiNG) ®FOAM PROTECTION BOARD BELOW GRADE & UV PROTECTION BOARD ABV GRADE PER MFR SPECIFICATION INTALLA liON NOTES MANUFACTURER'S CERTiFIED INSTALLERS ONLY. 7 APPL!CA11ONS TO BE CONFIRMED BY ALT LOCATION MANUFACTURER'S REPRESENTATIVE TOP OF WALL BLDG WHERE APPLIES PROJECT NAME PROJECT ADDRESS JOB NUMBER fl ENGINEERING DESIGN GROUP 212 MONTIEL RD SAN MARCOS, CA 92069 (760) 839-7302 FAX (760) 480-7477 FIGURE City of C a r ls ba d CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: JOHNSTON RESIDENCE Building Permit Plan Check Number: CB090759 Project Address: 1011 KNOWLES AVE. A.P.N 155-271-34-00 Project Applicant (Owner Name): RICHARD JOHNSTON Project Description: NEW SFD, CONVERT ORIGINAL HOME TO 2DU Building Type: V-N Residential: 1 New Dwelling Units 1152 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Feet Floor Area City Certification of Applicant Information: Date: Carlsbad Unified School District \ Vista Unified School District 6225 El Camino Real J 1234 Arcadia Drive Carlsbad CA 92009 (331-5000) Vista CA 92083 (726-2170) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753-6491) LSBAD San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Onl Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: /L1 Date: Revised 3/30/2006 . . • SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************** * * * * * * * * * * * * THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ASSISTANT SUPERINTENDENT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 kev-ymbjr Revised 3/30/2006